H JOIST REINFORCEMENT
H JOIST REINFORCEMENT
(OP)
Does anyone know if James Fisher (or another author) has any recommendations for reinforcing H-series joists with double rod bottom chords in any of his joist publications? I am looking for some practical detailing guidance similar to that contained in TD12 or several of his other publications before I start re-inventing the wheel. I have several ideas bouncing around in my head, but thought I would check if there has been anything published that I am not aware of first.
Thanks.
Thanks.






RE: H JOIST REINFORCEMENT
RE: H JOIST REINFORCEMENT
RE: H JOIST REINFORCEMENT
RE: H JOIST REINFORCEMENT
1) The skill and preferences of the welding team.
2) How much capacity you need.
3) How concerned you are about the impact of shifting the bottom chord centroid.
4) Available headroom.
5) Services below, above, or attached to the bottom chord.
6) Potential interference with bridging.
7) Material quantities not at all.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: H JOIST REINFORCEMENT
RE: H JOIST REINFORCEMENT
1) Geometry will likely conspire such that your connection reinforcement will introduce eccentricities into the joint.
2) The eccentricities will create a tendency for joint rotation that will be difficult to counter because none of the members coming into the joint possess any real flexural stiffness (all rods).
3) The angle increases flexural stiffness considerably and rectifies the joint. Or so we hope.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: H JOIST REINFORCEMENT
I will have to put some thought into this if the job comes through. For the one case that I ran through quickly, only the end 6'or 8' of the joist web will need reinf. and the chords are OK as is. I would hate to add a full 32' chord angle just to combat connection eccentricity, but it might come to that.
RE: H JOIST REINFORCEMENT
That's what I was envisioning too. If the job comes through, check back in and we'll see if we can't dream up some manner of concentric reinforcement.
Well, if you're only adding the chord reinforcing to deal with the joint eccentricity, then there would be no need to go full length. Basically just in from the ends up to the last joint requiring reinforcement.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.